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HomeMy WebLinkAboutEYE CENTER OF NORTHERN COLORADO - PDP - PDP150029 - REPORTS - DRAINAGE REPORTPRELIMINARY DRAINAGE REPORT Eye Center of Northern Colorado—Lot 1 Prepared for: Marasco & Associates, Inc. 475 Lincoln Street, Suite 150 Denver, CO 80203 Prepared by: Interwest Consulting Group 1218 West Ash, Suite A Windsor, Colorado 80550 (970) 674-3300 January 20, 2016 Job Number 1240-140-00 iii TABLE OF CONTENTS TABLE OF CONTENTS ............................................................................................................ iii 1. GENERAL LOCATION AND DESCRIPTION ................................................................ 1 1.1 Location ........................................................................................................................... 1 1.2 Description of Property ................................................................................................. 1 1.3 Floodplain Submittal Requirements ............................................................................. 1 2. DRAINAGE BASINS AND SUB-BASINS .......................................................................... 2 2.1 Major Basin Description ................................................................................................ 2 2.2 Sub-basin Description .................................................................................................... 2 3. DRAINAGE DESIGN CRITERIA ...................................................................................... 2 3.1 Regulations ...................................................................................................................... 2 3.2 Directly Connected Impervious Area (DCIA) Discussion .......................................... 2 3.3 Development Criteria Reference and Constraints ...................................................... 3 3.4 Hydrological Criteria ..................................................................................................... 4 3.5 Hydraulic Criteria .......................................................................................................... 4 3.6 Floodplain Regulations Compliance ............................................................................. 4 3.7 Modifications of Criteria ............................................................................................... 4 4. DRAINAGE FACILITY DESIGN ....................................................................................... 5 4.1 General Concept ............................................................................................................. 5 4.2 Specific Details ................................................................................................................ 5 5. CONCLUSIONS .................................................................................................................... 6 5.1 Compliance with Standards .......................................................................................... 6 5.2 Drainage Concept ........................................................................................................... 7 6. REFERENCES ...................................................................................................................... 7 APPENDIX VICINITY MAP AND DRAINAGE PLAN .............................................................................. A HYDROLOGIC COMPUTATIONS .......................................................................................... B HYDRAULIC COMPUTATIONS (PROVIDED AT FINAL) ................................................. C WATER QUALITY AND LID INFORMATION .................................................................... D EXCERPTS FROM REFERENCE REPORTS......................................................................... E 1 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The Eye Center of Northern Colorado is located in the Northwest Quarter of Section 4, Township 6 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. Please refer to the vicinity map in Appendix A. The project site is located at the southeast corner Ziegler Road and Precision Drive. Precision Drive bounds the property on the north, Ziegler Road on the west and a vacant parcel on the south and east. 1.2 Description of Property The property consists of about 4.2 acres of land and will consist of a new building and new parking and drive aisles. The site generally slopes in a southeasterly and northeasterly direction at approximately 0.5% to 1.0%. The land is currently vacant. There are no offsite flows contributing to the site. According to FEMA Panel 08069C0994F there are no mapped FEMA Floodways on this property. 1.3 Floodplain Submittal Requirements Because the project is not within any FEMA or City of Fort Collins mapped floodway, a Floodplain Submittal is not required and a “City of Fort Collins Floodplain Review Checklist for 50% Submittals” has not been included with this report. 2 2. DRAINAGE BASINS AND SUB-BASINS 2.1 Major Basin Description The proposed development lies within the McClellands Basin and McClellands Creek Master Drainage Plan. 2.2 Sub-basin Description Historically, the site generally drains to the east of the site and eventually reaches the Fossil Creek Reservoir Inlet Ditch (FCRID). 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the “City of Fort Collins Storm Drainage Design Criteria Manual” specifications. Where applicable, the criteria established in the “Urban Storm Drainage Criteria Manual” (UDFCD), developed by the Denver Regional Council of Governments, has been used. 3.2 Directly Connected Impervious Area (DCIA) Discussion Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving water protection that focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process applies to the management of smaller, frequently occurring events. Step 1: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). Runoff from the parking lots and surrounding sidewalks shall drain directly into porous pavement systems thereby slowing runoff and also promoting infiltration. Runoff from 3 the building shall drain through a water quality pond which promotes settlement of particles. Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release Once runoff has been minimized, the remaining runoff shall be treated through the porous pavement system. The porous pavement system allows for settlement of sediments. Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate and volume of runoff during and following development. Because the site will drain to a storm sewer, bank stabilization is unnecessary with this project. Step 4: Implement Site Specific and Other Source Control BMPs Proactively controlling pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system or receiving waters is important when protecting storm systems and receiving waters. This can be accomplished through site specific needs such as construction site runoff control, post- construction runoff control and pollution prevention / good housekeeping. It will be the responsibility of the contractor to develop a procedural best management practice for the site. 3.3 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to the requirements of the City Stormwater Department and the approved Harmony Technology Park Site Master Plan. Water quality capture volume and detention will be provided on site. The impervious area for the site was assumed to be 80% in the master plan. The release rate for the site is 0.43 cfs/acre. Please refer to supporting documentation in Appendix E. Runoff reduction practices (LID techniques) are also required. No less than fifty percent of any newly added impervious area must be treated using one or a combination of LID techniques. The project adds 123,456 sf of new impervious area. Using the porous paver LID technique, 70,294 sf of new impervious area (57%) will be treated which exceeds the 50% requirement. 4 No less than twenty five percent of any newly added pavement areas must be treated using a permeable pavement technology. The project adds 81,828 sf of new pavement area. This project will incorporate 26,428 sf of porous pavers which is 32% of the newly added pavement which exceeds the required 25%. Please refer to Appendix D for LID calculations and information. 3.4 Hydrologic Criteria Runoff computations were prepared for the 10-year minor and 100-year major storm frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub- basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub- basins and Design Points associated with this site. Water quality capture volume and detention is provided on site in the three porous pavement systems and in the water quality and detention pond. 3.5 Hydraulic Criteria All hydraulic calculations will be presented in the final drainage report and prepared in accordance with the City of Fort Collins Drainage Criteria. 3.6 Floodplain Regulations Compliance The project is not within any FEMA or City of Fort Collins mapped floodway; therefore, Floodplain Regulations Compliance is not required. 3.7 Modifications of Criteria There are no Modifications of Criteria at this time. 5 4. DRAINAGE FACILITY DESIGN 4.1 General Concept The majority of the proposed development will be collected and conveyed to the proposed storm drain system where it will be treated for water quality and detention via porous pavement systems or the water quality and detention pond before being released into the existing storm system in Precision Drive. 4.2 Specific Details A summary of the drainage patterns within each basin is provided in the following paragraphs. Please refer to Appendix A for the drainage plan. Basins A is 0.97 acres and contains the parking lot on the north side of the proposed building. Basin A is calculated to have a 10-year discharge of 2.5 cfs and a 100-year discharge of 7.1 cfs. Flows from Basin A are captured by the porous paver system where the 100-year flow will be detained and reduced to 0.42 cfs (0.43 cfs/acre). An underdrain system will release this flow into the proposed 5’ Type R inlet where an orifice on the outlet pipe of the inlet will release the 0.42 cfs. This system releases into the existing storm system in Precision Drive. When the capacity of the underdrain is exceeded, flow will enter the proposed 5’ Type R Inlet from the curb. Basin B is 1.91 acres, contains the proposed building and the east portion of the lot containing the proposed water quality and detention pond. Basin B is calculated to have a 10-year discharge of 4.8 cfs and a 100-year discharge of 13.3 cfs. Flows from Basin B are detained from the 100-year storm event to a 0.43cfs/acre release rate that was determined in the master plan. The water quality capture volume for Basin B will be treated in the pond. The volume was sized based on a 40-hour drain time and is 0.04 ac-ft. This will be accomplished at an elevation of 4918.6 ft. As mentioned above, Basin B will be detained in the pond. Based on the 0.43 cfs/acre release rate, the required storage volume for Basin B is 0.34 ac-ft at a release rate of 0.82 cfs. Therefore, the total required volume of the pond is 0.38 ac-ft and will be achieved at an elevation of 4920.7 ft. The pond is released into the 6 existing storm system in Precision Drive. An emergency overflow spillway will be designed to pass the 100-year flow of the site in the drive cut to Precision Drive. Basin C is 0.60 acres and contains the parking lot on the south side of the proposed building. Basin C is calculated to have a 10-year discharge of 1.8 cfs and a 100-year discharge of 4.9 cfs. Flows from Basin C are captured by the porous paver system where the 100-year flow will be detained and reduced to 0.26 cfs (0.43 cfs/acre). An underdrain system will release this flow into the proposed 5’ Type R inlet where an orifice on the outlet pipe of the inlet will release the 0.26 cfs. This system releases into the existing storm system in Precision Drive. When the capacity of the underdrain is exceeded, flow will enter the proposed 5’ Type R Inlet from the curb. Basin D is 0.33 acres and contains the parking lot on the south side of the proposed building. Basin D is calculated to have a 10-year discharge of 1.0 cfs and a 100-year discharge of 2.8 cfs. Flows from Basin C are captured by the porous paver system where the 100-year flow will be detained and reduced to 0.14 cfs (0.43 cfs/acre). An underdrain system will release this flow into the proposed 5’ Type R inlet where an orifice on the outlet pipe of the inlet will release the 0.14 cfs. This system releases into the existing storm system in Precision Drive. When the capacity of the underdrain is exceeded, flow will enter the proposed 5’ Type R Inlet from the curb. Adjacent Ziegler Road is below the site and not a part of this drainage system. Adjacent Precision Drive shall be treated by a downstream property. The weighted average C value and percent imperviousness of the entire site is 0.69 and 63%, respectively which is below the master plan model assumption of 0.80 and 80%. Please refer to Appendix E for excerpts from the master plan. 5. CONCLUSIONS 5.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria Manual. 7 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provides for stormwater quantity and quality treatment of proposed impervious areas. Conveyance elements have been designed to pass required flows and to minimize future maintenance. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit will be required. 6. REFERENCES 1. City of Fort Collins, “Fort Collins Stormwater Criteria Manual Amendments to the Urban Drainage and Flood Control District Criteria Manual”, adopted December 2011. 2. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria Manual”, Volumes 1 and 2, dated June 2001, and Volume 3 dated November 2010. 3. JR Engineering, “Final Drainage and Erosion Control Report Harmony Technology Park Second Filing”, dated June 20, 2001. 4. Stantec Consulting, Inc., “Final Drainage and Erosion Control Study Harmony Technology Park Site Master Plan”, dated May 19, 2008. A APPENDIX A VICINITY MAP AND DRAINAGE PLAN B APPENDIX B HYDROLOGIC COMPUTATIONS SUMMARY DRAINAGE SUMMARY TABLE Design Tributary Area C (10) C (100) tc (10) tc (100) Q(10)tot Q(100)tot Sub-basin REMARKS Point (ac) (min) (min) (cfs) (cfs) a A 0.97 0.67 0.84 10.2 7.5 2.5 7.1 Pervious Pavement System b B 1.91 0.68 0.85 10.9 8.6 4.8 13.3 WQ Pond c C 0.60 0.72 0.90 8.0 6.1 1.8 4.9 Pervious Pavement System d D 0.33 0.72 0.91 7.9 6.0 1.0 2.8 Pervious Pavement System A+B+C+D 3.81 0.69 0.86 13.6 11.8 8.7 23.7 Page 7 Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 1/13/2016 Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stormwater Code, Volume I Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual, Volume I Type C Soils Runoff % coefficient Impervious C Streets, parking lots (asphalt): 0.95 100 Sidewalks (concrete): 0.95 96 Roofs: 0.95 90 Gravel or Pavers: 0.50 40 Landscape Areas (Flat, heavy) : 0.20 0 Landscape Areas (Steep, heavy) : 0.35 0 SUBBASIN TOTAL TOTAL ROOF PAVED PAVERS SIDEWALK LANDSCAPE RUNOFF % DESIGNATION AREA AREA AREA AREA AREA AREA AREA COEFF. Impervious REMARKS (ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C) A 0.97 42,322 0 19,213 13,671 1,964 7,474 0.67 63 B 1.91 83,186 33,807 15,638 0 3,557 30,184 0.68 59 C 0.60 25,969 0 12,328 8,217 2,300 3,124 0.72 69 D 0.33 14,365 0 8,221 4,541 0 1,604 0.72 70 A+B+C+D 3.81 165,842 33,807 55,399 26,429 7,821 42,386 0.69 63 Equations - Calculated C coefficients & % Impervious are area weighted C = Σ (Ci Ai) / At Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's 1-14-16 FC FLOW.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 2 and 10 YR LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 1/13/2016 2 and 10-yr storm Cf = 1.00 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS DATA TIME (ti) (tt) (URBANIZED BASIN) tc DESIGN SUBBASIN(s) Area C Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10 PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min) (1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14) a A 0.97 0.67 120 2.0 7.0 250 0.4 0.016 1.3 3.3 10.2 370 12.1 10.2 b B 1.91 0.68 50 1.0 5.6 450 0.5 0.016 1.4 5.3 10.9 500 12.8 10.9 c C 0.60 0.72 50 2.0 4.0 300 0.4 0.016 1.3 3.9 8.0 350 11.9 8.0 d D 0.33 0.72 50 2.0 3.9 300 0.4 0.016 1.3 3.9 7.9 350 11.9 7.9 A+B+C+D 3.81 0.69 50 2.0 4.3 750 0.5 0.016 1.3 9.3 13.6 800 14.4 13.6 EQUATIONS: tc = ti + tt ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 1-14-16 FC FLOW.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 100 YR LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 1/13/2016 100-yr storm Cf = 1.25 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS DATA TIME (ti) (tt) (URBANIZED BASIN) tc DESIGN SUBBASIN(s) Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10 PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min) (1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14) a A 0.97 0.67 0.84 120 2.0 4.2 250 0.4 0.016 1.3 3.3 7.5 370 12.1 7.5 b B 1.91 0.68 0.85 50 1.0 3.3 450 0.5 0.016 1.4 5.3 8.6 500 12.8 8.6 c C 0.60 0.72 0.90 50 2.0 2.1 300 0.4 0.016 1.3 3.9 6.1 350 11.9 6.1 d D 0.33 0.72 0.91 50 2.0 2.0 300 0.4 0.016 1.3 3.9 6.0 350 11.9 6.0 5.0 A+B+C+D 3.81 0.69 0.86 50 2.0 2.5 750 0.5 0.016 1.3 9.3 11.8 800 14.4 11.8 EQUATIONS: tc = ti + tt ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 1-14-16 FC FLOW.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 1/13/2016 2 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C Cf tc i Q (2) from Q (2) Q(2)tot Sub-basin Design Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) a A 0.97 0.67 10.2 2.21 1.4 1.4 b B 1.91 0.68 10.9 2.15 2.8 2.8 c C 0.60 0.72 8.0 2.43 1.0 1.0 d D 0.33 0.72 7.9 2.43 0.6 0.6 A+B+C+D 3.81 0.69 13.6 1.95 5.1 5.1 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 24.221 / (10+ tc)0.7968 1-14-16 FC FLOW.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 1/13/2016 10 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C Cf tc i Q (10) from Q (10) Q(10)tot Sub-basin Design Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) a A 0.97 0.67 10.2 3.77 2.5 2.5 b B 1.91 0.68 10.9 3.68 4.8 4.8 c C 0.60 0.72 8.0 4.14 1.8 1.8 d D 0.33 0.72 7.9 4.16 1.0 1.0 A+B+C+D 3.81 0.69 13.6 3.33 8.7 8.7 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 41.44 / (10+ tc)0.7974 1-14-16 FC FLOW.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 1/13/2016 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Des. Area A C Cf tc i Q (100) from Q (100) Q(100)tot Design Point Design. (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) a A 0.97 0.84 7.5 8.64 7.1 7.1 b B 1.91 0.85 8.6 8.22 13.3 13.3 c C 0.60 0.90 6.1 9.25 4.9 4.9 d D 0.33 0.91 6.0 9.29 2.8 2.8 A+B+C+D 3.81 0.86 11.8 7.25 23.7 23.7 Q = C iA Q = peak discharge (cfs) C = runoff coefficient i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 84.682 / (10+ tc) 0.7975 1-14-16 FC FLOW.xls ✁ ✦ ✂ ✌ ☞ ✠ ✑ ☛ ✂ ✞ ✠ ✎ ✌ ☛ ✌ ✟ ✄ ✍ ✆ ✝ ☛ ✏ ✞ ☛ ☞ ☎ ✝ ☛ ✞ ✍ ✎ ✆ ✎ ✡ ✎ ✂ ✌ ✍ ✏ ☞ ✠ ✝ ✝ ✂ ✝ ✞ ✞ ☛ ✒ ✑ ✏ ✍ ✟ ✍ ☛ ✎ ✂ ✞ ✠ ✌ ✝ ☎ ✍ ✎ ✜ ☛ ✡ ✡ ✡ ✆ ✂ ✝ ✢ ☛ ✞ ☛ ✌ ✕ ✍ ✒ ✗ ✞ ✆ ✂ ✝ ☛ ✎ ✂ ✖ ✑ ☛ ☞ ☛ ✎ ✙ ✝ ✌ ✝ ✞ ✖ ✞ ☞ ✍ ✌ ✂ ✒ ✠ ✏ ✌ ✌ ✂ ✠ ☛ ✝ ✎ ✞ ✟ ✞ ✎ ☛ ✌ ✡ ✍ ✂ ✜ ✡ ✝ ✝ ✂ ✆ ☞ ✎ ✝ ✝ ✏ ✟ ✂ ✠ ✞ ✝ ✔ ✌ ☎ ☛ ✝ ✆ ✎ ✡ ✌ ✞ ✆ ✏ ✗ ☞ ✆ ✝ ✎ ✚ ☞ ✕ ✁ ✞ ✌ ✍ ✏ ✎ ✑ ✆ ✏ ✂ ✓ ✌ ✑ ✠ ✎ ✂ ✎ ✌ ☛ ✏ ✠ ✎ ✝ ✆ ✏ ✂ ✡ ✌ ✝ ✑ ✞ ✘ ✞ ✡ ☛ ☞ ✡ ✌ ✝ ✍ ✏ ✠ ✝ ✎ ✂ ✏ ✞ ✑ ✒ ☛ ✎ ✂ ☛ ✍ ✍ ☛ ✏ ✌ ☛ ✝ ✞ ✍ ✞ ✡ ✞ ☛ ✂ ✒ ✝ ✂ ✠ ✞ ✎ ☛ ✌ ✎ ✒ ✏ ✌ ✞ ✍ ✆ ✂ ✄ ✡ ☛ ✑ ☛ ☛ ✠ ✌ ✎ ✕ ☛ ✂ ✏ ✓ ✒ ✟ ✑ ✂ ✑ ✌ ✍ ✔ ✑ ✌ ✂ ☛ ✗ ☛ ✝ ✡ ✆ ✎ ✝ ✜ ✞ ✁ ✂ ✞ ✑ ✞ ✒ ☛ ✟ ☛ ✍ ☛ ✂ ✂ ✎ 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✔ ✑ ✒ ✞ ✂ ✎ ✂ ✑ ✑ ✏ ☎ ✌ ✎ ☛ ✂ ✂ ✍ ✶ ✂ ✌ ✑ ✂ ☞ ✑ ☛ ☞ ☛ ✆ ✍ ☛ ✎ ☛ ✞ ✍ ✓ ☛ ✂ ☛ ✝ ✆ ✡ ✂ ☞ ✔ ✎ ✏ ✂ ✞ ✝ ✑ ✞ ✆ ✌ ✌ ✝ ✘ ✂ ✠ ✟ ✡ ☞ ✖ ✥ ✥ ✠ ✥ ✌ ✞ ✪ ✪ ✪ ✡ ✠ ✠ ✠ ✠ ✠ ✠ ✎ ✡ ✂ ✍ ✟ ☛ ☛ ✍ ☎ ✄ ✓ ✌ ✄ ✝ ☛ ☞ ✞ ✒ ☛ ✎ ✌ ☛ ✞ ✒ ✍ ✂ ✂ ✌ ✌ ☛ ✆ ✍ ✂ ✔ ✌ ✝ ✏ ✎ ✌ ✞ ✼ ✞ ✟ ✡ ✝ ✽ ✠ ✄ ✌ ✝ ✂ ✍ ✾ ☛ ✝ ☛ ☛ ✌ ✆ ✆ ✏ ✆ ✑ ☎ ☎ ✌ ✌ ✞ ✍ ✞ ✓ ☛ ✟ ✡ ✆ ☛ ✂ ✝ ✌ ✌ ✎ ✖ ☞ ✍ ✞ ☛ ☛ ☞ ✝ ☛ ✞ ☎ ✞ ✟ ✒ ✍ ✎ ✂ ✍ ✄ ☛ ✌ ☛ ✞ ✆ ✄ ☞ ✌ ✡ ✠ ✎ ✞ ☛ ☛ ✓ ✟ ✂ ✆ ☛ ☛ ☛ ✝ ✡ ✒ ✆ ✌ ✞ ✞ ✑ ✏ ☛ ✍ ✡ ✌ ✎ ✡ ✓ ✌ ✄ ✗ ☛ ✠ ✠ ✖ ✂ ✆ ✑ ☛ ✎ ☛ ☛ ✝ ✞ ✠ ✡ ✆ ☛ ✟ ☎ ✓ ✠ ☛ ✍ ☛ ✏ ✌ ✠ ✌ ✍ ✎ ✟ ☛ ☞ ☛ ✡ ✄ ✆ ✎ ✌ ☛ ✏ ✍ ✞ ☛ ✌ ✂ ✞ ✆ ✆ ✔ ✂ ✝ ✌ ✂ ☛ ✡ ✖ ✗ ☛ ✠ ☛ ✖ ✗ ✍ ✝ ✆ ✌ ✞ ✡ ✆ ☛ ✡ ✝ ✄ ☛ ✞ ✂ ✗ ✣ ✣ ✣ ✣ ✣ ★ ★ ★ ★ ★ ❅ ❃ ❂ ❁ ★ ✥ ✥ ✥ ✥ ✥ ✫ ✫ ✫ ✫ ✫ ✬ ✬ ✬ ✬ ✬ ✭ ✭ ✭ ✭ ✭ ✮ ✮ ✮ ✮ ✮ ✯ ✯ ✯ ✯ ✯ ✰ ✰ ✰ ✰ ✰ ✱ ✱ ✱ ✱ ✱ ✿ ✿ ✿ ✿ ✿ ✳ ✳ ✳ ✳ ✳ ❆ ❄ ✵ ✴ ❀ ✝ ✝ ✝ ✝ ✝ ✆ ✆ ✆ ✆ ✆ ✡ ✡ ✡ ✡ ✡ ☛ ☛ ☛ ☛ ☛ ✠ ✠ ✠ ✠ ✠ ☛ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✂ ☛ ☛ ☛ ☛ ☛ ✡ ✡ ✡ ✡ ✡ ✝ ✝ ✝ ✝ ✝ ✞ ✞ ✞ ✞ ✞ ✝ ✝ ✝ ✝ ✝ ✂ ✂ ✂ ✂ ✂ ✆ ✆ ✆ ✆ ✆ ☛ ☛ ☛ ☛ ☛ ✞ ✞ ✞ ✞ ✞ ✂ ✂ ✂ ✂ ✂ ✝ ✝ ✝ ✝ ✝ ✍ ✍ ✍ ✍ ✍ ☛ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✂ ✔ ✔ ✔ ✔ ✔ ✗ ✗ ✗ ✗ ✗ ✣ ✣ ✣ ✣ ✣ ❁ ❁ ❁ ★ ★ ❑ ✩ ❏ ❇ ▲ ✥ ✥ ✥ ✥ ✥ ❖ ❈ ❈ ❈ ❈ ❉ ❉ ❉ ❉ ✯ P ❊ ❊ ❊ ❊ ◗ ❋ ❋ ❋ ❋ ✬ ✬ ✬ ✬ ❘ ✬ ● ● ● ● ● ❍ ❍ ❍ ❍ ❍ ■ ■ ■ ■ ❆ ❄ ✵ ✴ ■ ✴ ✤ ✝ ✝ ✝ ✆ ✆ ✆ ▼ ✝ ✆ ✡ ✡ ✡ ☛ ✡ ☛ ☛ ☛ ✧ ✠ ✠ ☛ ✠ ☎ ☛ ☛ ☛ ✠ ✝ ✂ ✂ ☛ ✂ ✍ ☛ ☛ ☛ ✂ ☛ ✡ ✡ ☛ ✡ ✡ ✡ ✝ ✝ ✝ ✽ ✞ ✞ ✞ ✝ ✞ ✝ ✝ ✝ ✌ ✂ ✂ ✂ ✝ ✆ ✆ ✆ ✝ ✂ ✞ ✆ ☛ ☛ ☛ ✂ ☛ ✞ ✞ ☛ ✞ ✞ ✞ ✂ ✂ ✂ ✝ ✝ ✝ ✌ ✂ ✍ ✍ ✍ ✝ ✞ ☛ ☛ ☛ ✍ ☛ ✂ ✂ ✂ ✟ ✔ ✔ ✔ ✂ ☛ ✔ ✗ ✗ ✗ ◆ ✗ ✌ ✆ ☛ ✄ ☛ ✞ ✂ ✆ ✤ ✝ ✆ ✌ ✡ ✡ ☛ ✡ ✗ ✣ ✣ % ✩ ▲ ✥ ✥ ❞ ✣ ★ ✥ ✩ ✪ ✎ ✘ ✏ ✔ ✞ ☛ ☛ ☛ ✙ ✌ ✕ ✟ ✍ ☛ ✆ ✫ ☛ ✂ ✡ ✬ ✎ ✭ ✌ ✍ ✮ ✄ ✞ ✯ ✰ ✟ ✗ ☛ ✱ ☛ ✴ ✓ ✳ ✵ ☛ ✍ ✝ ✔ ✆ ✔ ✌ ☛ ✡ ✌ ✡ ✍ ☛ ✥ ✡ ✗ ✚ ✁ ✂ ✞ ✎ ✆ ✍ ☛ ✎ ✌ ✄ ✡ ☛ ✌ ✝ ✆ ✞ ✏ ✆ ✎ ✂ ✌ ✠ ✠ ✞ ✎ ✟ ✕ ☛ ✆ ✆ ✶ ✂ ✑ ☛ ▲ ❑ ❑ ✘ ✔ ☛ ✌ ✍ ✆ ✂ ✎ ✍ ✄ ✍ ✎ ☎ ✂ ✝ ✞ ✒ ✎ ✏ ✍ ☎ ✞ ✎ ✏ ✏ ✕ ✝ ✠ ✠ ✞ ✎ ✂ ✖ ☛ ✂ ✑ ☛ ✆ ✌ ✄ ☛ ✌ ✆ ✂ ✑ ✌ ✂ ✏ ✎ ✍ ✂ ✑ ☛  ✣ ❁ ✥ ✪ ☞ ✡ ✔ ✷ ❻ ⑥ ⑥ ⑥ ⑥ ⑥ ❸ ⑨ ⑤ ❷ ⑩ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ⑨ ❸ ⑦ ⑨ ❶ ❷ ❸ ⑩ ⑥ ⑥ ⑥ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑦ ⑤ ⑨ ⑨ ❸ ❸ ⑤ ❶ ⑨ ❶ ⑨ ⑤ ⑨ ⑨ ⑨ ⑤ ⑦ ⑦ ⑦ ⑦ ❺ ❶ ⑧ ⑩ ⑦ ⑥ ❶ ⑧ ⑩ ⑧ ⑥ ⑥ ❸ ⑧ ❶ ❺ ❹ ❹ ❹ ⑦ ⑦ ❸ ❸ ⑦ ❸ ⑨ ⑥ ⑥ ⑥ ⑥ ⑦ ⑦ ⑦ ⑥ ⑥ ⑥ ❶ ⑤ ❹ ⑨ ⑨ ⑨ ⑦ ⑦ ❷ ⑤ ⑦ ❷ ❶ ⑥ 7DEOH5$ &LW\RI)RUW&ROOLQV5DLQIDOO,QWHQVLW\±'XUDWLRQ±)UHTXHQF\7DEOHIRU8VHZLWKWKH5DWLRQDO0HWKRG ❢ ❣ ❤ ✐ ❥ ❦ ❧ ❸ ❸ ❸ ❸ ♠ ❹ ⑥ ❸ ⑨ ♥ ♦ ❦ ♠ ♣ q r s t ✐ ❤ ✉ ♠ ❥ ❹ ❹ ❹ ❹ t ⑦ ⑦ ⑦ ⑦ ♠ ⑥ ⑥ ⑥ ❹ ✈ ⑩ ⑨ ⑥ ❶ ❦ ❥ ✇ ♥ ❦ PLQXWHVWRPLQXWHV ♠ ① ② ❤ ♣ ③ ④ r s t ✐ ❤ ✉ ♠ ⑥ ⑥ ⑥ ⑥ ❥ t ⑦ ⑦ ⑦ ⑦ ❹ ❹ ❺ ❺ ♠ ❷ ⑥ ⑧ ⑨ ✈ ❦ ❥ ✇ ❽ 7DEOH5$ ❢ ❣ ❤ ✐ ❥ ❦ ❧ ♠ ♥ ♦ ❦ ♠ ♣ q r s t ✐ ♥ ❦ ❤ ♠ ✉ ① &② ♠ LW\❤ ❥ ♣ t ♠ RI)✈ ❦ ❥ ✇ RUW&❾ ROOLQV5DLQIDOO,r s t ✐ ♥ ❦ ❤ ♠ ✉ ① ② ♠ ❥ ❤ ♣ t ♠ ✈ ❦ ❥ ✇ QWHQVLW\③ ④ r s ±'XUDWLRQ±)t ♥ ✐ ❦ ♠ ❤ ① ✉ ② ♠ ❤ ❥ ♣ t ♠ ✈ ❦ ❥ ✇ UHTXHQF\q 7DEOHIRU8VHZLWK6:00 ❾ r s t ♥ ✐ ❦ ♠ ❤ ① ✉ ② ♠ ❤ ❥ ♣ t ♠ ✈ ❦ ❥ ✇ ❾ ④ r s t ♥ ✐ ❦ ♠ ❤ ① ✉ ② ♠ ❤ ❥ ♣ t ♠ ✈ ❦ ❥ ✇ ③ ④ ④ r s t ♥ ❦ ✐ ♠ ❤ ① ② ✉ ♠ ❤ ♣ ❥ t ♠ ✈ ❦ ❥ ✇ ❹ ❹ ⑥ ⑥ ⑤ ❺ ⑤ ❺ ⑤ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❷ ⑥ ❸ ❸ ⑧ ❶ ❸ ⑧ ⑨ ❹ ❺ ❺ ❺ ❺ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ⑤ ⑧ ❹ ❺ ⑤ ❸ ❶ ❸ ❺ ❺ ❺ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ⑤ ❷ ❺ ❸ ❶ ❷ ⑤ ❶ ❶ ❺ ❺ ❺ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ❷ ⑩ ⑧ ⑨ ⑧ ❸ ⑥ ⑨ ❹ ❺ ❺ ❺ ❹ ❹ ⑥ ⑦ ⑦ ⑦ ⑦ ⑦ ⑩ ❶ ❺ ⑩ ⑥ ❶ ❺ ⑤ ⑩ ⑤ ❹ ❹ ❹ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑦ ❺ ❹ ❸ ⑥ ⑧ ❺ ⑨ ❸ ❸ ⑨ ❸ ❸ ⑨ ⑨ ⑤ ❺ ⑤ ❺ ⑤ ❺ ❹ ⑥ ❹ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑤ ⑧ ❹ ⑩ ⑨ ⑩ ⑤ ⑧ ❹ ⑥ ⑥ ❸ ❹ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❷ ❹ ❶ ❶ ⑤ ❶ ⑩ ⑨ ❶ ⑧ ⑥ ⑨ ⑥ ❹ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❷ ⑧ ❺ ⑥ ⑩ ❶ ⑩ ⑥ ❹ ❹ ❸ ❷ ⑥ ❹ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ❸ ❷ ⑨ ❶ ⑧ ❺ ❹ ⑩ ⑥ ⑨ ⑩ ❸ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ❸ ❶ ⑥ ❶ ❹ ❷ ❺ ⑩ ⑩ ❷ ⑤ ❶ ⑨ ⑥ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ❶ ❹ ⑨ ⑨ ❶ ⑤ ⑥ ⑧ ❷ ⑤ ❷ ❷ ⑩ ⑩ ⑤ ❺ ⑤ ❺ ⑤ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❸ ❸ ⑥ ❹ ❹ ⑤ ❺ ❺ ❶ ⑧ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ⑥ ⑥ ⑥ ❶ ⑥ ⑧ ⑩ ⑤ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❷ ⑤ ❸ ❸ ❸ ❺ ⑥ ❶ ⑩ ⑤ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑩ ❷ ❷ ⑤ ⑤ ⑩ ⑩ ⑥ ❶ ❷ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❶ ⑧ ⑩ ⑩ ⑩ ⑩ ⑨ ❶ ⑤ ⑥ ❹ ❹ ❹ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑥ ❺ ❺ ❶ ❶ ⑥ ❷ ❺ ⑤ ❹ ❹ ⑧ ⑧ ❶ ❶ ❺ ❺ ⑤ ❺ ⑤ ❺ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❹ ❹ ❹ ❹ ❹ ⑩ ⑩ ❷ ⑤ ⑤ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑥ ⑥ ⑥ ⑥ ⑥ ⑨ ❸ ⑥ ❹ ❺ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❸ ❸ ❸ ❸ ⑥ ⑨ ⑥ ❹ ❺ ❶ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑤ ⑤ ⑤ ⑨ ⑨ ⑨ ⑥ ❺ ⑧ ⑩ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❷ ❷ ❷ ❷ ❷ ❶ ❷ ⑨ ⑥ ❺ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑧ ⑧ ⑧ ⑩ ⑩ ⑩ ⑨ ❹ ⑧ ⑤ ✣ ▲ ★ ✥ ✫ ✬ ❹ ❹ ❹ ❹ ✭ ❺ ❹ ❹ ⑥ ⑤ ❺ ⑤ ❺ ✮ ✯ ✰ ✱ ❿ ✳ ❀ ✝ ✆ ✡ ☛ ✠ ☛ ❺ ❺ ❺ ❺ ✂ ☛ ⑦ ⑦ ⑦ ⑦ ❹ ❹ ❹ ❹ ✡ ⑨ ⑨ ❸ ❸ ✝ ✞ ✝ ✂ ✆ ☛ ✞ ✂ ✝ ✍ ☛ ✂ ✔ ✗ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ❹ ❹ ❹ ❹ ❶ ❶ ⑧ ⑧ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑥ ⑥ ⑥ ⑥ ⑧ ⑩ ❷ ⑤ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ⑨ ⑨ ⑤ ⑨ ⑥ ❹ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑤ ⑤ ⑤ ⑤ ⑧ ❷ ⑨ ❸ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑩ ⑩ ❷ ❷ ❸ ❹ ❶ ⑩ ✣ ✣ ✣ ✣ ▲ ▲ ▲ ▲ ❅ ❃ ❂ ❁ ✥ ✥ ✥ ✥ ✫ ✫ ✫ ✫ ✬ ✬ ✬ ✬ ✭ ✭ ✭ ✭ ✮ ✮ ✮ ✮ ✯ ✯ ✯ ✯ ✰ ✰ ✰ ✰ ✱ ✱ ✱ ✱ ✲ ✿ ✿ ✿ ✳ ✳ ✳ ✳ ✵ ✴ ❀ ❀ ✝ ✝ ✝ ✝ ✆ ✆ ✆ ✆ ✡ ✡ ✡ ✡ ☛ ☛ ☛ ☛ ✠ ✠ ✠ ✠ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ☛ ☛ ☛ ☛ ✡ ✡ ✡ ✡ ✝ ✝ ✝ ✝ ✞ ✞ ✞ ✞ ✝ ✝ ✝ ✝ ✂ ✂ ✂ ✂ ✆ ✆ ✆ ✆ ☛ ☛ ☛ ☛ ✞ ✞ ✞ ✞ ✂ ✂ ✂ ✂ ✝ ✝ ✝ ✝ ✍ ✍ ✍ ✍ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✔ ✔ ✔ ✔ ✗ ✗ ✗ ✗ ✣ ✣ ✣ ✣ ✩ ✩ ▲ ▲ ❑ ❏ ❇ ▲ ✥ ✥ ✥ ✥ ✫ ✫ ❈ ❈ ✬ ✬ ❉ ❉ ✭ ✭ ❊ ❊ ✮ ✮ ❋ ❋ ✯ ✯ ✬ ✬ ✰ ✰ ✱ ✱ ➁ ➁ ➂ ➂ ➀ ✿ ✳ ✳ ■ ■ ❀ ❄ ✵ ✴ ✝ ✝ ✝ ✝ ✆ ✆ ✆ ✆ ✡ ✡ ✡ ✡ ☛ ☛ ☛ ☛ ✠ ✠ ✠ ✠ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ☛ ☛ ☛ ☛ ✡ ✡ ✡ ✡ ✝ ✝ ✝ ✝ ✞ ✞ ✞ ✞ ✝ ✝ ✝ ✝ ✂ ✂ ✂ ✂ ✆ ✆ ✆ ✆ ☛ ☛ ☛ ☛ ✞ ✞ ✞ ✞ ✂ ✂ ✂ ✂ ✝ ✝ ✝ ✝ ✍ ✍ ✍ ✍ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✔ ✔ ✔ ✔ ✗ ✗ ✗ ✗ ✣ ✣ ✣ ✣ ✩ ✩ ✩ ✩ ❂ ❁ ★ ✩ ✥ ✥ ✥ ✥ ❈ ❈ ❈ ❈ ❉ ❉ ❉ ❉ ❊ ❊ ❊ ❊ ❋ ❋ ❋ ❋ ✬ ✬ ✬ ✬ ➁ ➁ ➁ ➁ ➂ ➂ ➂ ➂ ■ ■ ■ ■ ✲ ❿ ❆ ❄ ✝ ✝ ✝ ✝ ✆ ✆ ✆ ✆ ✡ ✡ ✡ ✡ ☛ ☛ ☛ ☛ ✠ ✠ ✠ ✠ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ☛ ☛ ☛ ☛ ✡ ✡ ✡ ✡ ✝ ✝ ✝ ✝ ✞ ✞ ✞ ✞ ✝ ✝ ✝ ✝ ✂ ✂ ✂ ✂ ✆ ✆ ✆ ✆ ☛ ☛ ☛ ☛ ✞ ✞ ✞ ✞ ✂ ✂ ✂ ✂ ✝ ✝ ✝ ✝ ✍ ✍ ✍ ✍ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✔ ✔ ✔ ✔ ✗ ✗ ✗ ✗ ✣ ✩ ❃ ✥ ✄ ❈ ❉ ✝ ❊ ✞ ❋ ☎ ✬ ✂ ☛ ➁ ✆ ➂ ✂ ✎ ■ ✿ ★ ➃ ❑ ✜ ✄ ✝ ✝ ✂ ✞ ✔ ☎ ✎ ✂ ☛ ✏ ✆ ✥ ✦ ✝ ✎ ✆ ✍ ✂ ✌ ✡ ✜ ✡ ✎ ☛ ✠ ✡ ✠ ✝ ✗ ✞ ✆ ▼ ✌ ✝ ✞ ✏ ✌ ✠ ✠ ✁ ✞ ✂ ☛ ✞ ✆ ✝ ✂ ✔ ✘ ✻ ☎ ✍ ✌ ✂ ✝ ✎ ✞ ✘ ✦ ✍ ☛ ✧ ☎ ☛ ✞ ✟ ✔ ✷ ✌ ✖ ✠ ☛ ✏ ✎ ✍ ☎ ✆ ☛ ✕ ✝ ✂ ✑ ✂ ✑ ☛ ▼ ✌ ✂ ✝ ✎ ✞ ✌ ✠ ✽ ☛ ✂ ✑ ✎ ✡ ✣ ❂ C APPENDIX C HYDRAULIC CALCULATIONS (PROVIDED AT FINAL) D APPENDIX D WATER QUALITY & DETENTION POND AND LID INFORMATION Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility POND Project Name: Eye Center Project Number: 1253-142-00 Company: INTERWEST CONSULTING GROUP Designer: ES Date: 1/13/2016 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i=Ia/100) Ia = 59 % i = 0.59 B) Contributing Watershed Area (Area) A = 1.91 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.232856 watershed inches (WQCV = 1.0 * (0.91 * i3 - 1.19 * i2 + 0.78i) ) D) Design Volume: Vol = WQCV/12 * Area * 1.2 Vol. = 0.044475 ac-ft Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event LOCATION: Eye Center - BASIN B POND PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 1/13/2016 Equations: Area trib. to pond = 1.91 acre Developed flow = QD = CIA C (100) = 0.85 Vol. In = Vi = T C I A = T QD Developed C A = 1.6 acre Vol. Out = Vo =K QPO T Release rate, QPO = 0.82 cfs storage = S = Vi - Vo K = 1 (from fig 2.1) Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall Storm Rainfall QD Vol. In Vol. Out Storage Storage Duration, T Intensity, I (cfs) Vi Vo S S (min) (in/hr) (ft3) (ft3) (ft3) (ac-ft) 5 9.95 16.2 4846 246 4600 0.11 10 7.77 12.6 7565 492 7073 0.16 20 5.62 9.1 10950 984 9966 0.23 30 4.47 7.3 13058 1476 11582 0.27 40 3.74 6.1 14572 1968 12604 0.29 50 3.23 5.3 15750 2460 13290 0.31 60 2.86 4.6 16714 2952 13762 0.32 70 2.57 4.2 17530 3444 14086 0.32 80 2.34 3.8 18238 3936 14302 0.33 90 2.15 3.5 18864 4428 14436 0.33 100 1.99 3.2 19426 4920 14506 0.33 110 1.86 3.0 19936 5412 14524 0.33 120 1.75 2.8 20404 5904 14500 0.33 130 1.65 2.7 20835 6396 14439 0.33 140 1.56 2.5 21237 6888 14349 0.33 150 1.48 2.4 21612 7380 14232 0.33 160 1.41 2.3 21965 7872 14093 0.32 170 1.35 2.2 22298 8364 13934 0.32 180 1.29 2.1 22613 8856 13757 0.32 Required Storage Volume: 14524 ft3 0.33 acre-ft 1-13-16 detention.xls,FAA-100yr Pond B Proposed Detention Pond - Stage/Storage LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 1/13/2016 V = 1/3 d ( A + B + sqrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour POND B Surface Incremental Total Detention Stage Area Storage Storage Storage (ft) (ft2) (ac-ft) (ac-ft) (ac-ft) 16.6 0 17.0 100 0.00 0.00 18.0 2800 0.03 0.03 WQCV= 18.6 4600 0.05 0.08 0.00 19.0 5300 0.05 0.12 0.05 20.0 7800 0.15 0.27 0.19 20.5 9300 0.10 0.37 0.29 100-yr WSEL- 20.7 9800 0.04 0.41 0.34 REQUIRED DETENTION VOL = 0.33 AC-FT WQCV = 0.04 AC-FT TOTAL REQUIRED VOLUME = 0.37 AC-FT 1-13-16 detention.xls FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: Eye Center Basin A Paver Area 13671 ft PROJECT NO: 1253-142-00 Void Depth 2.5 ft COMPUTATIONS BY: MPO 30% Void 10253 cf DATE: 1/13/2016 Equations: Area trib. to pavers = 42322 sf Developed flow = QD = CIA C (100) = 0.84 Vol. In = Vi = T C I A = T QD Developed C A = 35550 sf Vol. Out = Vo =K QPO T Release rate, QPO = 0.42 cfs storage = S = Vi - Vo K = 1.0 Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall Storm Rainfall QD Vol. In Vol. Out Storage Duration, T Intensity, I (cfs) Vi Vo S (min) (in/hr) (ft3) (ft3) (ft3) 5 9.95 8.1 2436 126 2310 10 7.77 6.3 3805 252 3553 20 5.62 4.6 5504 504 5000 30 4.47 3.6 6567 756 5811 40 3.74 3.1 7326 1008 6318 50 3.23 2.6 7908 1260 6648 60 2.86 2.3 8403 1512 6891 70 2.57 2.1 8809 1764 7045 80 2.34 1.9 9167 2016 7151 90 2.15 1.8 9475 2268 7207 100 1.99 1.6 9745 2520 7225 110 1.86 1.5 10019 2772 7247 120 1.75 1.4 10283 3024 7259 130 1.65 1.3 10504 3276 7228 140 1.56 1.3 10695 3528 7167 158 1.48 1.2 11451 3982 7469 160 1.41 1.2 11047 4032 7015 170 1.35 1.1 11238 4284 6954 180 1.29 1.1 11370 4536 6834 Storage Volume for Design Flow:7469 ft3 1-13-16 FAA POND PAVER FLOW REDUCTION.xls,BASIN A PERVIOUS PAVEMENT SYSTEM A 100-yr Event, Outlet Sizing LOCATION: Eye Center Basin A PROJECT NO: 1253-142-00 COMPUTATIONS BY: MPO DATE: 1/13/2016 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CoAo sqrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s Ao = effective area of the orifice (ft2) Eo = geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Paver A Qo = 0.40 cfs (max. allowable release rate) outlet pipe dia = D = 12.0 in Invert elev. = 0.00 ft (inv. "A" on outlet structure) Eo = 0.20 ft (d/s HGL from Flowmaster) h = 2.50 ft - 100 yr WSEL Co = 0.61 solve for effective area of orifice using the orifice equation Ao = 0.054 ft2 = 7.8 in2 orifice dia. = d = 3.14 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering ) d/ D = 0.26 kinematic viscosity, v = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(πdv ) = 1.59E+05 Co = (K in figure) = 0.61 check Use d = 3.25 in A o = 0.058 ft 2 = 8.30 in 2 Qmax = 0.43 cfs orifice A, 1-13-16 FAA POND PAVER FLOW REDUCTION.xls FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: Eye Center Basin C Paver Area 8217 ft PROJECT NO: 1254-045-00 Void Depth 2.5 ft COMPUTATIONS BY: MPO 30% Void 6163 cf DATE: 1/13/2016 Equations: Area trib. to pavers = 25969 sf Developed flow = QD = CIA C (100) = 0.90 Vol. In = Vi = T C I A = T QD Developed C A = 23372 sf Vol. Out = Vo =K QPO T Release rate, QPO = 0.26 cfs storage = S = Vi - Vo K = 1.0 Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall Storm Rainfall QD Vol. In Vol. Out Storage Duration, T Intensity, I (cfs) Vi Vo S (min) (in/hr) (ft3) (ft3) (ft3) 5 9.95 5.3 1602 78 1524 10 7.77 4.2 2501 156 2345 20 5.62 3.0 3618 312 3306 30 4.47 2.4 4317 468 3849 40 3.74 2.0 4816 624 4192 50 3.23 1.7 5199 780 4419 60 2.86 1.5 5524 936 4588 70 2.57 1.4 5792 1092 4700 80 2.34 1.3 6027 1248 4779 90 2.15 1.2 6229 1404 4825 100 1.99 1.1 6406 1560 4846 110 1.86 1.0 6587 1716 4871 120 1.75 0.9 6761 1872 4889 130 1.65 0.9 6905 2028 4877 140 1.56 0.8 7031 2184 4847 158 1.48 0.8 7528 2465 5063 160 1.41 0.8 7263 2496 4767 170 1.35 0.7 7388 2652 4736 180 1.29 0.7 7475 2808 4667 Storage Volume for Design Flow:5063 ft3 1-13-16 FAA POND PAVER FLOW REDUCTION.xls,BASIN C PERVIOUS PAVEMENT SYSTEM C 100-yr Event, Outlet Sizing LOCATION: Eye Center Basin C PROJECT NO: 1254-045-00 COMPUTATIONS BY: MPO DATE: 1/13/2016 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CoAo sqrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s Ao = effective area of the orifice (ft2) Eo = geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Paver C Qo = 0.30 cfs (max. allowable release rate) outlet pipe dia = D = 12.0 in Invert elev. = 0.00 ft (inv. "A" on outlet structure) Eo = 0.20 ft (d/s HGL from Flowmaster) h = 2.50 ft - 100 yr WSEL Co = 0.6 solve for effective area of orifice using the orifice equation Ao = 0.041 ft2 = 5.9 in2 orifice dia. = d = 2.74 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering ) d/ D = 0.23 kinematic viscosity, v = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(πdv ) = 1.37E+05 Co = (K in figure) = 0.6 check Use d = 2.5 in A o = 0.034 ft 2 = 4.91 in 2 Qmax = 0.25 cfs orifice C, 1-13-16 FAA POND PAVER FLOW REDUCTION.xls FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: Eye Center Basin D Paver Area 4541 ft PROJECT NO: 1254-045-00 Void Depth 2.5 ft COMPUTATIONS BY: MPO 30% Void 3406 cf DATE: 1/13/2016 Equations: Area trib. to pavers = 14365 sf Developed flow = QD = CIA C (100) = 0.91 Vol. In = Vi = T C I A = T QD Developed C A = 13072 sf Vol. Out = Vo =K QPO T Release rate, QPO = 0.14 cfs storage = S = Vi - Vo K = 1.0 Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall Storm Rainfall QD Vol. In Vol. Out Storage Duration, T Intensity, I (cfs) Vi Vo S (min) (in/hr) (ft3) (ft3) (ft3) 5 9.95 3.0 896 42 854 10 7.77 2.3 1399 84 1315 20 5.62 1.7 2024 168 1856 30 4.47 1.3 2415 252 2163 40 3.74 1.1 2694 336 2358 50 3.23 1.0 2908 420 2488 60 2.86 0.9 3090 504 2586 70 2.57 0.8 3239 588 2651 80 2.34 0.7 3371 672 2699 90 2.15 0.6 3484 756 2728 100 1.99 0.6 3583 840 2743 110 1.86 0.6 3684 924 2760 120 1.75 0.5 3781 1008 2773 130 1.65 0.5 3862 1092 2770 140 1.56 0.5 3932 1176 2756 158 1.48 0.4 4210 1327 2883 160 1.41 0.4 4062 1344 2718 170 1.35 0.4 4132 1428 2704 180 1.29 0.4 4181 1512 2669 Storage Volume for Design Flow:2883 ft3 1-13-16 FAA POND PAVER FLOW REDUCTION.xls,BASIN D PERVIOUS PAVEMENT SYSTEM D 100-yr Event, Outlet Sizing LOCATION: Eye Center Basin D PROJECT NO: 1254-045-00 COMPUTATIONS BY: MPO DATE: 1/13/2016 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CoAo sqrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s Ao = effective area of the orifice (ft2) Eo = geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Paver D Qo = 0.10 cfs (max. allowable release rate) outlet pipe dia = D = 12.0 in Invert elev. = 0.00 ft (inv. "A" on outlet structure) Eo = 0.20 ft (d/s HGL from Flowmaster) h = 2.50 ft - 100 yr WSEL Co = 0.6 solve for effective area of orifice using the orifice equation Ao = 0.014 ft2 = 2.0 in2 orifice dia. = d = 1.58 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering ) d/ D = 0.13 kinematic viscosity, v = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(πdv ) = 7.90E+04 Co = (K in figure) = 0.6 check Use d = 1.75 in A o = 0.017 ft 2 = 2.41 in 2 Qmax = 0.12 cfs orifice D, 1-13-16 FAA POND PAVER FLOW REDUCTION.xls New Impervious Area 123,456 acre/sq. ft. Required Minimum Impervious Area to be Treated 61,728 acre/sq. ft. Area of Paver Section #1 (Basin A) 13,671 acre/sq. ft. Run-on area for Paver Section #1 (up to 3:1 is permited) 34,705 acre/sq. ft. Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 34,705 acre/sq. ft. Area of Paver Section #2 (Basin C) 8,217 acre/sq. ft. Run-on area for Paver Section #2 (up to 3:1 is permited) 22,856 acre/sq. ft. Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 22,856 acre/sq. ft. Area of Paver Section #3 (Basin D) 4,541 acre/sq. ft. Run-on area for Paver Section #3 (up to 3:1 is permited) 12,733 acre/sq. ft. Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 12,733 acre/sq. ft. Total Impervious Area Treated 70,294 acre/sq. ft. Actual % On-Site Treated by LID 57 % New Pavement Area 81,828 acre/sq. ft. Required Minimum Area of Porous Pavement 20,457 acre/sq. ft. Area of Paver Section #1 13,671 acre/sq. ft. Area of Paver Section #2 8,217 Area of Paver Section #3 4,541 acre/sq. ft. Total Porous Pavement Area 26,428.50 acre/sq. ft. Actual % of Porous Pavement Provided 32 % 50% On-Site Treatment by LID Requirement 25% Porous Pavement Requirement LID Table E APPENDIX E EXCERPTS FROM REFERENCE REPORTS ✛ ✁ ✝ ✘ ✂ ✄ ✠ ☎ ✍ ✆ ✍ ✝ ✂ ✑ ✞ ✂ ✞ ✝ ✂ ✆ ✟ ✂ ✠ ✠ ✡ ✡ ✂ ✆ ✟ ✝ ✞ ☛ ✝ ✘ ☞ ✙ ✌ ✠ ✑ ✠ ✂ ✄ ✝ ✆ ✍ ✝ ✝ ✌ ✘ ✆ ✠ ✆ ✡ ✝ ✠ ✝ ✍ ✞ ✞ ✎ ✂ ✍ ✟ ✂ ✝ ✠ ✆ ✡ ✟ ✏ ✝ ☛ ✟ ✑ ☞ ✒ ✪ ✓ ☛ ✔ ✡ ✒ ✎ ✓ ✠ ✕ ✄ ✖ ✎ ✗ ✟ ✝ ✞ ✘ ✆ ✝ ✑ ✙ ✠ ✟ ✑ ✑ ✁ ✚ ✎ ✂ ✑ ✚ ☞ ✂ ✑ ✝ ☞ ✞ ✛ ✝ ✞ ✝ ✛ ✘ ✑ ✝ ✚ ✘ ✑ ✝ ✚ ✡ ✡ ✝ ✂ ✆ ✡ ✡ ✄ ✂ ✆ ✫ ✄ ✑ ✜ ✂ ✡ ☎ ✂ ✑ ✢ ✂ ✎ ✡ ✄ ✂ ✟ ✔ ✣ ✕ ✕ ✎ ✟ ✤ ✝ ✘ ✝ ✍ ✝ ✄ ✍ ✤ ✬ ✎ ✑ ✘ ✢ ✎ ✄ ✎ ✂ ✑ ✑ ✎ ✛ ✥ ✝ ✁ ✘ ✑ ✑ ✑ ☛ ✚ ✥ ✦ ✝ ✦ ✟ ✡ ✡ ✂ ✂ ✑ ✆ ☞ ✄ ✍ ✪ ✝ ✚ ✟ ✏ ✄ ✧ ✞ ✭ ✟ ★ ✕ ✝ ✗ ✩ ✓ ✮ ✧ ✟ ✝ ✫ ✙ ✬ ✯  ♥ ❦ ♠ ① ② ❤ ♣ ③ ④ ④ r s t ✐ ❤ ✉ ♠ ⑨ ⑨ ⑨ ⑨ ❥ ⑦ ⑦ ⑦ ⑦ t ⑨ ❸ ⑥ ❹ ♠ ⑥ ❸ ⑨ ❷ ✈ ❦ ❥ ✇ ♥ ❦ ♠ ① ② ❤ ♣ ❸ ❸ ❸ ❸ ❸ ⑤ ❷ ⑩ ⑧ ❶ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ❹ ❹ ❹ ❹ ❺ ⑩ ⑤ ❷ ❹ ❶ ❹ ❹ ❹ ❹ ⑥ ⑦ ⑦ ⑦ ⑦ ❶ ❶ ⑧ ⑧ ⑦ ❺ ❷ ❸ ❶ ❷ ⑨ ⑨ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ❺ ❺ ❶ ⑧ ⑦ ⑧ ⑧ ❹ ❸ ⑩ ⑨ ⑨ ⑨ ⑨ ⑨ ❺ ❹ ⑥ ❸ ⑨ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ❺ ❺ ❺ ❺ ❺ ⑩ ⑤ ⑨ ⑥ ❹ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑧ ⑩ ⑩ ⑩ ⑦ ⑧ ❸ ⑩ ⑨ ⑥ ❸ ❸ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ⑦ ⑩ ❷ ❷ ⑤ ⑤ ⑨ ⑧ ⑥ ❷ ❹ ⑨ ⑨ ⑨ ⑨ ⑨ ⑤ ❷ ⑩ ⑧ ❶ ⑦ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ❶ ❶ ❶ ❶ ❶ ❶ ⑧ ❷ ⑤ ⑨ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ❷ ❷ ❷ ❷ ⑦ ❷ ❶ ⑩ ⑨ ⑥ ❸ ❸ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ❸ ❸ ⑥ ❷ ❹ ❷ ❹ ⑩ ⑤ ⑤ ⑤ ⑤ ⑤ ❺ ❹ ⑥ ❸ ⑨ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ❶ ❶ ⑧ ⑧ ⑦ ❶ ⑥ ❹ ❶ ⑧ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑤ ⑤ ⑤ ⑤ ⑦ ⑤ ⑧ ❷ ⑨ ⑥ ❸ ❸ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ⑥ ❹ ❹ ❺ ⑦ ❹ ❸ ⑧ ⑨ ⑩ ⑤ ⑤ ⑤ ⑤ ⑤ ⑤ ❷ ⑩ ⑧ ❶ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑧ ⑧ ⑧ ⑧ ⑧ ⑩ ❷ ⑤ ⑨ ❸ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ⑨ ⑨ ⑨ ⑧ ⑩ ⑤ ❸ ⑥ ❸ ⑥ ⑥ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑦ ❺ ❶ ❶ ❶ ⑧ ❸ ❶ ❷ ❷ ❶ ✣ ▲ ✩ ✥ ✪ ✞ ☛ ✕ ✫ ✬ ✭ ✮ ✯ ✰ ✱ ❆ ✳ ✴ ✝ ✆ ❷ ❺ ✌ ✡ ✡ ☛ ✡ ✚ ✂ ✎ ✍ ☛ ✌ ✡ ✌ ✆ ❺ ✏ ✎ ⑦ ⑧ ✠ ⑥ ✠ ✎ ✕ ✆ ✶ ❹ ⑦ ⑨ ⑥ ⑦ ⑧ ❷  ❂ ✷ ,QWHQVLW\❑ ✑ ✘ ☛ ✌ ✑ ✞ ✔ ✡ ☛ ✂ ▲ ✎ 'XUDWLRQ)❑ ✒ ❑ ✍ ✘ ✌ ✔ ☞ ☛ ✑ ✌ ✍ ✝ ✞ ✜ ☞ ✝ ☎ ✂ ✔ ✂ ✎ UHTXHQF\✎ ☞ ✏ ✂ ✦ ✝ ✎ ✎ ✞ ✍ ✂ ✄ ✜ ☎ ✎ &✆ ✠ ✂ ✠ ✝ XUYHVIRU6:✖ ✞ ☛ ✆ ✍ ✆ ✌ ☛ ✝ ✠ ✞ ☛ ✟ ✏ ✌ ✂ ☛ ✠ ✠ ✡ ☛ ✕ ✓ ☛ ✑ 00 ✞ ☛ ✂ ✞ ✆ ✟ ✌ ✍ ✍ ☛ ☛ ✌ ☞ ✂ ✝ ✍ ✞ ✎ ✒ ✓ ✝ ❝ ✡ ❼ ☛ ✡ ✽ ✝ ✞ ✽ ✷ ✌ ✝ ✞ ✖ ☞ ✠ ☛ ☎ ✂ ▼ ✏ ✪ ✝ ✠ ✘ ☛ ❏ ✆ ✗ ✗ ✸ ✔ ☛ ✂ ✎ ✒ ✍ ✌ ☞ ✑ ✆ ✏ ✎ ✍ ✂ ✑ ☛ ✩ ✘ ✚ ❂ ✘ ✚ ▲ ❑ ✘ ✚ ✩ ❂ ✘ ✚ 6WRUP3URYLVLRQV 0LQRU ☛ ✎ ✌ ✑ ✌ ✄ ✞ ✞ ☛ ✍ ☛ ✡ ✌ ✎ ✕ ✆ ✆ ✒ ✂ ✚ ✖ ☛ ✎ ✛ ✫ ✍ <✍ ☛ ✝ ✬ ✌ ✓ ✄ ✟ ✭ ✞ ☛ ✂ ✮ ✝ ✡ ✍ ✯ ✡ ✓ ✆ ✰ HDU ✍ ☛ ✚ ✂ ✱ ✌ ✎ ✆ ✆ ✝ ✂ ✴ ✞ ✎ ✍ ✍ ✳ ✌ ☛ ☛ ❄ ✏ ✒ ✌ ✡ ✆ ☛ ✄ ✝ ☎ ✆ ☎ ✟ ✆ ✆ ✟ ✌ ☛ ✔ ✚ ✑ ✡ ✆ ✌ ✄ ✡ ✂ ✞ ✡ ☛ ☛ ✌ ✡ ✍ ✄ ✡ ✌ ✝ ✞ ✚ ✡ ✝ ✞ ✂ ✄ ✂ ☛ ☛ ✎ ✌ ✂ ✞ ✌ ☛ ✒ ✍ ✌ ✔ ✞ ☛ ☛ ✞ ✂ ✌ ✝ ✝ ✆ ✟ ✞ ✎ ✡ ✔ ☛ ✟ ✞ ✆ ✌ ✠ ✟ ✂ ☎ ✆ ✏ ☛ ✎ ✌ ✡ ✏ ✄ ✟ ✆ ✎ ☛ ✂ ✝ ✠ ✆ ✠ ✆ ✠ ☞ ✝ ✎ ✂ ☎ ✝ ✠ ✝ ✞ ✕ ✌ ✟ ☛ ✞ ✑ ✆ ✆ ✎ ✗ ✞ ✶ ✍ ✏ ✝ ✡ ✌ ✞ ✟ ☛ ✒ ✝ ✍ ✠ ✝ ✌ ✂ ✂ ✎ ✍ ✝ ☛ ☛ ✆ ✟ ✂ ✍ ✎ ✌ ☛ ✆ ✌ ✄ ✂ ✟ ☛ ☎ ✝ ✞ ✍ ✌ ✝ ✖ ✞ ✄ ✌ ✎ ✝ ✞ ❡ ✍ ✡ ☛ ✡ ☛ ✒ ✝ ✍ ✞ ☎ ✠ ✟ ✔ ✂ ✎ ✂ ☛ ✡ ✞ ✍ ✍ ✓ ✚ ✌ ☛ ✆ ✝ ✞ ✞ ✂ ✎ ✝ ✌ ☛ ✍ ✒ ✄ ✞ ☛ ✟ ☛ ✆ ✆ ☛ ✚ ✔ ✕ ✆ ✂ ✎ ✂ ☛ ☛ ✍ ✄ ☞ ✚ ✍ ✎ ✎ ✌ ☞ ✂ ✂ ☛ ☛ ✟ ✌ ✞ ✂ ✍ ✟ ✌ ☛ ✑ ✒ ✌ ✌ ✌ ✆ ✞ ✎ ✝ ✞ ✞ ✞ ✆ ☛ ✌ ✂ ✠ ✖ ✆ ✍ ✠ ✚ ☛ ☛ ✡ ✟ ✍ ✟ ☎ ✌ ✎ ✍ ✝ ✍ ✆ ✞ ✝ ✂ ✞ ✌ ✗ ✒ ✒ ☛ ✷ ✄ ✕ ✑ ✝ ☛ ✌ ✞ ✔ ✎ ✩ ✆ ✍ ✘ ✚  ✣ ❂ ✥ ✫ ✡ ✡ ✟ ✷ 0DMRU ✎ ✬ ✌ ☛ ✑ ✭ ✄ ✂ ✎ ☛ ☛ ✮ ✍ ✯ ✞ ✌ ✡ ✰ ✎ ✒ ✂ ✝ ✱ ✝ ✖ ✞ ☛ ✎ ✛ <✌ ✗ ✵ ✞ ☛ ✂ ✟ ✳ ☛ ✽ ❀ ✏ ✂ ✡ ✌ ✝ ✓ ✝ ✌ ✟ ✡ ✆ ✛ ☛ ✝ ✠ ✎ ✍ ✆ ✡ ✝ ✌ HDU ✍ ✂ ☛ ✝ ✝ ✎ ✞ ✠ ✡ ☛ ☛ ✏ ✆ ✌ ✍ 6WRUP3URYLVLRQV ✂ ✌ ✗ ✒ ✂ ☛ ✑ ✝ ☛ ✡ ✞ ✷ ☛ ✌ ✆ ✝ ✑ ✞ ✔ ✒ ▲ ☛ ✆ ☛ ❑ ✝ ✂ ✟ ✂ ❑ ☛ ✆ ✆ ✎ ✔ ✘ ✄ ✍ ☛ ✔ ✆ ✍ ✞ ☛ ✂ ☛ ✝ ☛ ✂ ✌ ✆ ✠ ✝ ✄ ✌ ✍ ✍ ✡ ✂ ☛ ✆ ✝ ✆ ☛ ✂ ✎ ✂ ✔ ✆ ✄ ✎ ✞ ✝ ✗ ✒ ✍ ✌ ✖ ✄ ✞ ✔ ☛ ☛ ✂ ✡ ✝ ✡ ✕ ✞ ✍ ✌ ✟ ☛ ✌ ✞ ✠ ☛ ✝ ☎ ✞ ✡ ✞ ✡ ✌ ✟ ☛ ✂ ✒ ✑ ✎ ☛ ✆ ☛ ✞ ✂ ✎ ✆ ✆ ✄ ✂ ✔ ✍ ✍ ✄ ✝ ✆ ☎ ✞ ✂ ✟ ☛ ✎ ✆ ✂ ✄ ✍ ☛ ☛ ✡ ✕ ✌ ☞ ✗ ✞ ☛ ✠ ✡ ✍ ✌ ✆ ✞ ✄ ✚ ✞ ✎ ✌ ✝ ☞ ✛ ✞ ✎ ☛ ✒ ✍ ✞ ✌ ✆ ✟ ✂ ✍ ✑ ✎ ☛ ✌ ✍ ✄ ✂ ✞ ✎ ✞ ✆ ☛ ☛ ✔ ✠ ✠ ✆ ✆ ✝ ✚ ✄ ✂ ☛ ✡ ✝ ✄ ✍ ✞ ✌ ✌ ✝ ✄ ✂ ✞ ☛ ✌ ☎ ✒ ✆ ✆ ☎ ☛ ✂ ✕ ✖ ✖ ✆ ☛ ✌ ✂ ✔ ✌ ✌ ✞ ✆ ✞ ✚ ✂ ✌ ✝ ☞ ✠ ✌ ✔ ✎ ✠ ❡ ✞ ✠ ☛ ✡ ✎ ✡ ✆ ✆ ✚ ✆ ✂ ✎ ✍ ✎ ✝ ✓ ☛ ✏ ☛ ✞ ✠ ✍ ✆ ✝ ✆ ✏ ☎ ✚ ☛ ✍ ✆ ☛ ✂ ✎ ✍ ✂ ✍ ☛ ✑ ✌ ✌ ☞ ✄ ✂ ✍ ✎ ✌ ✆ ☞ ✚ ✕ ☛ ✌ ✍ ☛ ✞ ✂ ✠ ✡ ✔ ✠ ✣ ✣ ✣ ✣ ✣ ❏ ❇ ❅ ❃ ▲ ❑ ✥ ✥ ✥ ✥ ✥ ✫ ✫ ✫ ✫ ✫ ✬ ✬ ✬ ✬ ✬ ✭ ✭ ✭ ✭ ✭ ✮ ✮ ✮ ✮ ✮ ✯ ✯ ✯ ✯ ✯ ✰ ✰ ✰ ✰ ✰ ✱ ✱ ✱ ✱ ✱ ❄ ❄ ❄ ✵ ✵ ✳ ✳ ✳ ✳ ✳ ✵ ✴ ❀ ✵ ✴ ✝ ✝ ✝ ✝ ✝ ✆ ✆ ✆ ✆ ✆ ✡ ✡ ✡ ✡ ✡ ☛ ☛ ☛ ☛ ☛ ✠ ✠ ✠ ✠ ✠ ☛ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✂ ☛ ☛ ☛ ☛ ☛ ✡ ✡ ✡ ✡ ✡ ✝ ✝ ✝ ✝ ✝ ✞ ✞ ✞ ✞ ✞ ✝ ✝ ✝ ✝ ✝ ✂ ✂ ✂ ✂ ✂ ✆ ✆ ✆ ✆ ✆ ☛ ☛ ☛ ☛ ☛ ✞ ✞ ✞ ✞ ✞ ✂ ✂ ✂ ✂ ✂ ✝ ✝ ✝ ✝ ✝ ✍ ✍ ✍ ✍ ✍ ☛ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✂ ✔ ✔ ✔ ✔ ✔ ✗ ✗ ✗ ✗ ✗ ✣ ▲ ▲ ✥ ✫ ✬ ✭ ✮ ✯ ✰ ✱ ❆ ✳ ❀ ✝ ✆ ✌ ✄ ☛ ✞ ✡ ☛ ✡ ✂ ✎ ✍ ☛ ✌ ✡ ✌ ✆ ✏ ✎ ✠ ✠ ✎ ✕ ✆ ✶  ✷ ☞ ,QWHQVLW\✍ ✑ ✎ ☛ ✓ ✝ ✎ ✡ ✞ ☛ ☛ ✡ ✘ ✑ 'XUDWLRQ)✝ ✞ ✎ ☎ ✷ ✍ ✌ ✖ ✍ ✌ ✠ ☛ ✝ ✞ ▼ ✏ ✌ ✪ ✠ ✠ ✘ UHTXHQF\❅ ✁ ✞ ✌ ✂ ✞ ☛ ✞ ✡ ✆ ✝ ✝ ✞ ✂ ✔ ✷ ✘ &✻ ✌ ✖ ☎ XUYHVIRU5DWLRQDO0HWKRG ✠ ✍ ☛ ✌ ✂ ▼ ✝ ✎ ✪ ✞ ✘ ✘ ❇ ✦ ✗ ✍ ☛ ✧ ☎ ☛ ✞ ✟ ✔ ✂ ✌ ✖ ✠ ☛ ✆ ✏ ✎ ✍ ☎ ✆ ☛ ✕ ✝ ✂ ✑ ✂ ✑ ☛ ▼ ✌ ✂ ✝ ✎ ✞ ✌ ✠ ✽ ☛ ✂ ✑ ✎ ✡ ✎ ✏ ✍ ☎ ✞ ✎ ✏ ✏ ✌ ✞ ✌ ✠ ✔ ✆ ✝ ✆ ✌ ✍ ☛ 7DEOH5$ &LW\RI)RUW&ROOLQV5DLQIDOO,QWHQVLW\±'XUDWLRQ±)UHTXHQF\7DEOHIRU8VH:LWKWKH5DWLRQDO0HWKRG ❢  ❣ ❤ ✐ ❥ ❦ ❧ ⑤ ❷ ⑩ ⑧ ♠ ♥ ♦ ❦ ♠ ♣ q r s t ✐ ❤ ✉ ♠ ❥ ⑥ ⑥ ⑥ t ⑥ ⑦ ⑦ ⑦ ♠ ⑧ ❷ ⑤ ⑦ ⑨ ✈ ⑤ ⑩ ⑥ ❦ ❥ ✇ ♥ ❦ ♠ PLQXWHVWRPLQXWHV ① ② ❤ ♣ ③ ④ r s t ✐ ❤ ✉ ♠ ⑨ ⑨ ⑨ ❥ ⑨ t ⑦ ⑦ ⑦ ⑧ ⑤ ❸ ⑦ ♠ ❹ ⑩ ❷ ❹ ✈ ❦ ❥ ✇ ♥ ❦ ♠ ① ② ❤ ♣ ③ ④ ④ r s t ✐ ❤ ✉ ♠ ❶ ❶ ⑧ ⑧ ❥ ⑦ ⑦ ⑦ t ❶ ❸ ❸ ⑦ ⑧ ♠ ⑤ ❹ ⑧ ✈ ❦ ❥ ✇ ♥ ❦ ♠ ① ② ❤ ♣ ❹ ❹ ❹ ❹ ❶ ❺ ❹ ⑥ ❸ ⑥ ⑥ ⑥ ❹ ⑥ ⑦ ⑦ ⑦ ⑦ ⑥ ❹ ❺ ❶ ⑦ ❸ ❹ ❸ ⑤ ⑧ ❸ ❸ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ❶ ⑩ ❷ ❸ ⑦ ⑤ ❸ ⑧ ❸ ❶ ⑧ ⑩ ⑩ ⑩ ❷ ⑦ ⑦ ⑦ ⑦ ⑦ ❺ ⑩ ⑨ ❹ ❶ ❸ ⑥ ⑥ ❷ ⑥ ❹ ❹ ❹ ❹ ❹ ⑨ ⑤ ❷ ⑩ ⑧ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ❶ ⑧ ⑧ ⑩ ⑦ ⑩ ⑥ ⑩ ❹ ⑤ ❸ ❸ ❸ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑥ ❹ ❺ ❶ ⑦ ❶ ❶ ❶ ⑧ ❶ ❷ ❷ ⑤ ❷ ❷ ⑦ ⑦ ⑦ ⑩ ⑤ ❶ ⑦ ⑦ ❸ ❹ ❹ ⑥ ⑥ ❹ ⑥ ⑥ ⑥ ❶ ❺ ❹ ⑥ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ❷ ❷ ⑤ ⑤ ⑤ ❹ ❷ ❸ ⑥ ⑥ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑧ ⑩ ❷ ❷ ⑥ ⑨ ⑩ ❹ ⑤ ⑤ ⑤ ⑤ ⑦ ⑦ ⑦ ⑩ ⑨ ❸ ⑦ ❷ ⑤ ❷ ⑥  ✫ ✪ ❙ ✬ ❚ ✭ ✞ ❯ ✮ ☛ ❱ ✯ ✕ ❲ ✰ ✱ ❳ ✫ ✴ ✬ ❨ ✳ ✭ ❩ ❀ ✮ ❬ ✯ ✝ ✰ ✆ ❭ ✱ ✡ ❪ ❫ ✴ ☛ ✠ ✳ ❴ ✴ ☛ ❳ ✂ ❵ ☛ ✝ ✆ ✡ ❛ ✌ 5DLQIDOO ✝ ✡ ✞ ✡ ✝ ☛ ✂ ✆ ✡ ✚ ☛ ✂ ✞ ✎ ✂ ✝ ✍ ✍ ☛ ☛ ✌ ✂ ✔ ✡ ✗ ✌ ✆ ✏ ✎ ✠ ✠ ✎ ✕ ✆ ✶  ✂ ✠ ✎ ✎ ✷ ✪ *✝ ☛ ✍ ✞ ✌ ✑ ✠ ✄ HQHUDO'HVLJQ6WRUPV ✠ ✠ ✆ ☛ ✂ ✆ ✄ ❝ ✑ ✡ ✏ ✗ ☛ ✂ ✍ ✝ ✌ ✎ ✍ ✌ ✠ ✌ ✆ ✍ ✝ ✠ ✂ ✞ ✓ ✄ ☛ ✌ ✍ ☛ ✝ ✤ ✆ ✒ ✍ ✡ ✚ ✌ ☛ ✂ ☛ ✒ ✑ ✕ ☞ ☛ ☛ ✆ ✑ ✂ ✔ ✚ ✑ ☛ ✝ ✆ ✎ ✟ ✝ ✂ ✎ ✑ ✒ ✞ ☛ ✏ ✑ ✟ ✄ ✝ ☛ ✂ ✍ ✆ ✝ ✌ ☛ ☛ ✡ ✂ ✝ ✂ ✑ ✞ ✓ ☛ ✑ ☛ ✗ ☛ ✆ ✝ ✣ ✍ ✩ ✒ ✷ ❇ ✔ ✘ ✞ ❑ ✑ ✔ ✂ ✂ ✕ ✝ ☛ ✌ ✑ ✆ ✌ ✞ ✥ ✎ ✆ ✍ ✡ ☞ ✂ ✣ ✆ ✎ ☛ ✩ ✟ ✂ ✍ ✎ ✍ ✥ ✎ ✄ ✟ ✍ ✞ ✔ ☛ ✄ ☛ ✆ ✞ ☛ ✂ ✌ ✓ ✂ ✍ ✝ ✝ ✍ ☎ ✞ ☛ ✠ ✆ ☛ ✞ ✟ ✂ ✣ ✂ ✂ ✑ ✆ ✎ ✝ ✎ ✂ ✝ ☛ ✍ ✎ ✆ ✞ ✟ ✍ ✎ ☎ ✄ ✝ ✞ ✄ ✆ ✂ ✔ ☛ ☛ ☎ ☛ ✡ ✂ ✎ ✓ ✆ ✑ ✂ ✂ ✏ ☛ ✌ ✎ ✞ ✂ ✦ ✂ ✌ ✂ ✡ ✎ ✑ ✺ ✎ ☛ ✍ ✌ ☛ ✆ ✂ ✍ ✆ ✝ ✜ ✝ ✒ ✂ ✌ ✞ ✑ ✞ ✎ ✂ ☛ ✏ ✎ ✠ ✝ ✕ ✠ ✍ ✏ ✝ ✌ ✟ ✂ ✞ ✌ ✔ ✝ ✎ ✆ ✂ ✞ ☛ ✗ ✞ ☞ ✍ ✆ ☛ ☛ ✷ ✝ ✧ ✓ ✍ ✡ ✟ ✑ ☛ ☎ ☛ ☛ ✞ ✝ ✌ ✍ ✆ ✞ ✂ ✠ ✌ ✝ ✂ ✝ ✂ ✏ ✂ ✆ ✝ ✔ ✎ ✟ ✎ ✑ ✍ ✂ ✞ ✏ ✑ ✌ ☛ ✕ ☛ ✞ ✂ ✌ ✑ ✑ ✟ ✂ ✆ ☎ ✍ ✝ ☛ ✂ ✟ ☛ ✎ ✍ ☛ ✑ ☛ ☞ ✍ ✆ ✄ ✍ ❇ ✆ ✗ ✎ ☛ ❑ ✖ ✂ ☞ ✷ ✑ ❜ ✌ ✌ ✑ ✌ ✖ ✍ ✂ ☛ ✝ ✎ ✌ ✠ ✑ ✂ ✝ ✏ ✆ ☛ ✂ ✌ ☛ ✔ ✌ ✆ ✟ ✌ ✠ ✎ ✠ ✎ ✞ ✌ ✏ ✞ ✍ ✡ ✌ ☞ ✡ ☛ ✝ ✍ ✡ ✙ ✞ ✎ ✝ ✝ ✟ ✆ ✖ ✆ ☛ ☛ ✂ ✂ ✌ ✓ ☛ ✝ ✑ ✖ ✞ ☛ ✡ ☛ ✝ ✟ ✞ ✌ ✠ ✂ ✤ ✝ ✂ ✞ ✂ ✆ ✽ ✡ ✔ ✟ ✑ ☛ ✍ ✝ ✎ ✌ ✌ ✞ ☛ ✏ ✝ ✓ ✎ ✞ ✓ ☛ ✎ ✍ ✌ ☛ ✤ ✟ ✒ ✍ ✌ ✟ ✔ ☛ ✎ ✞ ☎ ✍ ✔ ✍ ☞ ☛ ✍ ✤ ☛ ✧ ✍ ✝ ✁ ✌ ✎ ✞ ☎ ✞ ✍ ✖ ✒ ✌ ✝ ✥ ✘ ✘ ✠ ✚ ✗ ✷ ☞ ✍ ✑ ✎ ☛ ✖ ✌ ✂ ✑ ✖ ✝ ✝ ✍ ✠ ✡ ✝ ✂ ✔ ✝ ✆ ✎ ✂ ✏ ✑ ✎ ☛ ✟ ✤ ✟ ✽ ☎ ✍ ✌ ✍ ✛ ✝ ✞ ✎ ✒ ✍ ✚ ❝ ✎ ✂ ✞ ✎ ✍ ✂ ✄ ✑ ☛ ✤ ✚ ✌ ✕ ✓ ☛ ✑ ✍ ✝ ✌ ✟ ✒ ✑ ☛ ✚ ✝ ✆ ✎ ✞ ✂ ✑ ✟ ☛ ☛ ☛ ▲ ❑ ✓ ☛ ❑ ✍ ✘ ✔ ✔ ☛ ✎ ✌ ✞ ✍ ☛ ✆ ✑ ✂ ✎ ☎ ✍ ✞ ✄ ✡ ✍ ✝ ☛ ✞ ✡ ✂ ✣ ✑ ▲ ☛ ❑ ❑ ✟ ✝ ✥ ✂ ✔ ✔ ☛ ✎ ✌ ✏ ✍ ✆ ✦ ✣ ✎ ✎ ✍ ✍ ✂ ✎ ✜ ✞ ✎ ☛ ✠ ✠ ✂ ✝ ✑ ✞ ✌ ✆ ✂ ✗ ✑ ✷ ✌ ✆ ✑ ✝ ✌ ✆ ✎ ✝ ✞ ✆ ☛ ✂ ✑ ☞ ☛ ☛ ✍ ✆ ✟ ✂ ✎ ☛ ✞ ✍ ✄ ✂ ☞ ✂ ✍ ✑ ✎ ✌ ✖ ✂ ✌ ✖ ✑ ✌ ✝ ✠ ✆ ✝ ✂ ✔ ✌